D1556.pdf

Designation: D1556/D1556M − 15

Standard Test Method for

Density and Unit Weight of Soil in Place by Sand-Cone Method1 This standard is issued under the fixed designation D1556/D1556M; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the U.S. Department of Defense.

1. Sco Scope* pe* 1.1 This test method method may be used to determine the in-place in-place density and unit weight of soils using a sand cone apparatus. 1.2 This test method is applicable applicable for soils without appreciable amounts of rock or coarse materials in excess of 1 1 ⁄ 2 in. [38 mm] in diameter. 1.3 This test method may also be used for for the determination determination of the in-place density and unit weight of intact or in situ soils, provided provi ded the natural void or pore openings openings in the soil are small enough to prevent the sand used in the test from entering the voids. voi ds. The soi soill or oth other er mate materia riall bei being ng tes tested ted sho should uld hav havee sufficient cohesion or particle attraction to maintain stable sides on a small hole or excavation, and be firm enoug enough h to withsta withstand nd the minor pressures exerted in digging the hole and placing the apparatus over it, without deforming or sloughing. 1.4 This test method is not suitable suitable for organic, organic, saturated, saturated, or highly plastic soils that would deform or compress during the excav ex cavati ation on of th thee te test st ho hole. le. This te test st me meth thod od ma may y no nott be suitable for soils consisting of unbound granular materials that will not maintain stable sides in the test hole, soils containing appreciable amounts of coarse material larger than 1 1 ⁄ 2 in. [38 mm], and granular soils having high void ratios. 1.5 1. 5 When When ma mater terial ialss to be tes tested ted co conta ntain in app appre recia ciabl blee amounts of particles larger than 11 ⁄ 2 in. [38 mm], or when test hole volumes larger than 0.1 ft 3 [2830 cm3] are required, Test Method D4914 Method D4914 or D5030/D5030M is applicable. 1.6 Units— The The values stated in either inch-pound units or SI units [presented in brackets] are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore each system shall be used independently of the other. other. Com Combin bining ing values values fro from m the two sys systems tems may result in non-conformance with the standard.

1

This test method is under the jurisdiction jurisdiction of ASTM Committee D18 Committee D18 on on Soil and Rock and is the direct responsibility responsibility of Subc Subcommitte ommitteee D18.08 on Special and Construction Control Tests. Current Curre nt editio edition n appro approved ved Feb. 1, 2015. Publi Published shed March 2015. Origin Originally ally approved in 1958. Last previous edition approved in 2007 as D1556 – 07. DOI: 10.1520/D1556_D1556M-15.

1.6.1 The gravitational gravitational system of inch-p inch-pound ound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight). 1.6.2 It is commo common n practice in the engineering professio profession n to concurrently use units representing both mass and force unless dynamic calculations (F = Ma) are involved. This implicitly combines two separate systems within a single standard. These test methods have been written using inch-pound units (gravitationa tati onall sys system tem); ); how howeve ever, r, con conver versio sions ns are giv given en in the SI system. The use of balances or scales recording pounds of mass (lbm), (lb m), or the rec record ording ing of den densit sity y in lbm lbm/ft /ft3 sho should uld not be regarded as nonconformance with this standard. 1.6.3 The sieve designations designations are identified using the “standard” system in accordance with Specification E11 E11,, such as 25 mm and 75 µm, followed by the “alternative” system of 1 in. and No. 200, respectively. 1.7 All observed observed and calculated values values shall conform conform to the guidelines guide lines for signifi significant cant digits and rounding established established in Practice D6026 Practice D6026.. 1.7.1 For purposes purposes of comparing, a measured or calculated value( val ue(s) s) with spe specifie cified d limi limits, ts, the mea measur sured ed or calc calculat ulated ed value(s) shall be rounded to the nearest decimal or significant digits in the specified limits. 1.7.2 The procedures used to specify how data are collected/ record rec orded ed or calc calcula ulated ted in this standard standard are reg regard arded ed as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures dur es use used d do not con consid sider er mat materia eriall var variati iation, on, pur purpos posee for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increa inc rease se or red reduce uce significan significantt dig digits its or rep report orted ed dat dataa to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analytical methodss for engine method engineering ering design. standard d doe doess not purport purport to add addre ress ss all of the 1.8 This standar safet sa fetyy co conc ncern erns, s, if an anyy, as asso socia ciated ted wi with th its us use. e. It is th thee responsibility of the user of this standard to establish appro priate safety and health practices and determine the applicability of regulatory limitations prior to use.

*A Summary of Changes section appears at the end of this standard Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States

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D1556/D1556M − 15 2. Referenced Documents 2.1 ASTM Standards: 2 C136 Test Method for Sieve Analysis of Fine and Coarse Aggregates D653 Terminology Relating to Soil, Rock, and Contained Fluids D698 Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft 3 (600 kN-m/m3)) D1557 Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m 3)) D2216 Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction D4253 Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table D4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density D4643 Test Method for Determination of Water (Moisture) Content of Soil by Microwave Oven Heating D4718 Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles D4753 Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and Construction Materials Testing D4914 Test Methods for Density and Unit Weight of Soil and Rock in Place by the Sand Replacement Method in a Test Pit D4944 Test Method for Field Determination of Water (Moisture) Content of Soil by the Calcium Carbide Gas Pressure Tester D4959 Test Method for Determination of Water (Moisture) Content of Soil By Direct Heating D5030/D5030M Test Methods for Density of Soil and Rock in Place by the Water Replacement Method in a Test Pit D6026 Practice for Using Significant Digits in Geotechnical Data E11 Specification for Woven Wire Test Sieve Cloth and Test Sieves 3. Terminology 3.1 Definitions— For definitions of common technical terms in this standard, refer to Terminology D653. 3.2 Definitions of Terms Specific to This Standard: 3.2.1 compacted lift, n— a layer of compacted soil.

volume is determined. The in-place wet density of the soil is determined by dividing the wet mass of the removed material by the volume of the hole. The water content of the material from the hole is determined and the dry mass and the dry density of the in-place material are calculated using the wet mass of the soil, the water content, and the volume of the hole. 5. Significance and Use 5.1 This test method is used to determine the density and water content of compacted soils placed during the construction of earth embankments, road fill, and structural backfill. It often is used as a basis of acceptance for soils compacted to a specified density or percentage of a maximum density determined by a test method, such as Test Methods D698 or D1557. 5.1.1 Test Methods D698 and D1557 require that mass measurements of laboratory compacted test specimens be determined to the nearest 1 g, so that computed water contents and densities can be reported to three and four significant digits, respectively. This standard is a field procedure requiring mass measurements to the nearest 0.01 lbm [5 g]. As such, water content calculations should only be reported to nearest 1 % and density to three significant digits. 5.2 This test method can be used to determine the in-place density of natural soil deposits, aggregates, soil mixtures, or other similar material. 5.3 The use of this test method is generally limited to soil in an unsaturated condition. This test method is not recommended for soils that are soft or friable (crumble easily) or in moisture conditions such that water seeps into the hand excavated hole. The precision of the test may be affected for soils that deform easily or that may undergo a volume change in the excavated hole from vibration, or from standing or walking near the hole during the test (see Note 1). NOTE 1—When testing in soft conditions or in soils near saturation, volume changes may occur in the excavated hole as a result of surface loading, personnel performing the test, and the like. This can sometimes be avoided by the use of a platform that is supported some distance from the hole. As it is not always possible to detect when a volume change has taken place, test results should always be compared to the theoretical saturation density, or the zero air voids line on the dry density versus water content plot. Any in-place density test on compacted soils that calculates to be more than 95 % saturation is suspect and an error has probably occurred, or the volume of the hole has changed during testing. NOTE 2—The quality of the test result producted by this test method is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection, and the like. Users of this test method are cautioned that compliance with Practice D3740 does not in itself ensure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.

4. Summary of Test Method 4.1 A test hole is hand excavated in the soil to be tested and all the material from the hole is saved in a container. The hole is filled with free flowing sand of a known density, and the 2

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6. Apparatus 6.1 Sand-Cone Density Apparatus, consisting of sand container, sand cone, and base plate. 6.1.1 Sand Container, an attachable jar or other sand container having a volume capacity in excess of that required to fill the test hole and sand cone during the test. 6.1.2 Sand Cone, a detachable appliance consisting of a cylindrical valve with an orifice approximately 1 ⁄ 2 in. [13 mm]

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D1556/D1556M − 15 in diameter, attached to a metal funnel and sand container on one end, and a large metal funnel (sand-cone) on the other end. The valve will have stops to prevent rotating past the completely open or completely closed positions. The appliance will be constructed of metal sufficiently rigid to prevent distortion or volume changes in the cone. The walls of the cone will form an angle of approximately 60° with the base to allow uniform filling with sand. 6.1.3 Base Plate, a metal base plate or template with a flanged center hole cast or machined to receive the large funnel (cone) of the appliance described in 6.1.2. The base plate may be round or square and will be a minimum of 3 in. [75 mm] larger than the funnel (sand-cone). The plate will be flat on the bottom and have sufficient thickness or stiffness to be rigid. Plates with raised edges, ridges, ribs, or other stiffeners of approximately 3 ⁄ 8 to 1 ⁄ 2 in. [10 to 13 mm] high may be used. 6.1.4 The mass of the sand required to fill the sand cone and base plate will be determined in accordance with the instructions in Annex A1 prior to use. 6.1.5 The details for the apparatus shown in Fig. 1 represents the minimum acceptable dimensions suitable for testing soils having maximum particle sizes of approximately 1 1 ⁄ 2 in. [38 mm] and test hole volumes of approximately 0.1 ft 3 [2830 cm3]. When the material being tested contains a small amount of oversize and isolated larger particles are encountered, the

test should be stopped and moved to a new location. Larger apparatus and test hole volumes are needed when particles larger than 11 ⁄ 2 in. [38 mm] are prevalent. The apparatus described here represents a design that has proven satisfactory. Larger apparatus, or other designs of similar proportions may be used as long as the basic principles of the sand volume determination are observed. When test hole volumes larger than 0.1 ft3 [5660 cm3] are required. Test Method D4914 should be utilized. 6.2 Sand— Sand must be clean, dry, uniform in density and grading, uncemented, durable, and free-flowing. Any gradation may be used that has a coefficient of uniformity ( Cu = D 60 / D10) less than 2.0, a maximum particle size smaller than the 2.0 mm [No. 10] sieve size, and less than 3 % by weight passing the 250 µm [No. 60] sieve size, determined in accordance with Test Method C136. Uniformly graded sand is needed to prevent segregation during handling, storage, and use. Sand free of fines and fine sand particles is required to prevent significant bulk-density changes with normal daily changes in atmospheric humidity. Sand comprised of durable, natural subrounded, or rounded particles is desirable. Crushed sand or sand having angular particles may not be free-flowing, a condition that can cause bridging resulting in inaccurate density determinations (see Note 3). In selecting a sand from a potential source, a gradation and bulk-density determinations in accordance with the procedure in Annex A2 should be made on each container or bag of sand. To be an acceptable sand, the bulk-density variation between any one determination shall not be greater than 1 % of the average. Before using sand in density determinations, it shall be dried, then allowed to reach an air-dried state in the general location where it is to be used (see Note 4). Sand shall not be re-used without removing any contaminating soil, checking the gradation, drying and redetermining the bulk-density (see Note 5). Bulk-density tests of the sand will be made at time intervals not exceeding 14 days, always after any significant changes in atmospheric humidity, before reusing, and before use of a new batch from a previously approved supplier (see Note 6). NOTE 3—Some manufactured (crushed) sands such as blasting sand have been successfully used with good reproducibility. The reproducibility of test results using angular sand should be checked under laboratory controlled testing situations before selecting an angular sand for use. NOTE 4—Many organizations have found it beneficial to store sands in moisture resistant containers. Sand should be stored in dry areas protected from weather. The use of a lighted bulb or other heat source in, or adjacent to the storage containers has also been found to be beneficial in areas of high humidity. NOTE 5—As a general rule, reclaiming sand after testing is not desirable. NOTE 6—Most sands have a tendency to absorb moisture from the atmosphere. A very small amount of absorbed moisture can make a substantial change in bulk-density. In areas of high humidity, or where the humidity changes frequently, the bulk-density may need to be determined more often than the 14 day maximum interval indicated. The need for more frequent checks can be determined by comparing the results of different bulk-density tests on the same sand made in the same conditions of use over a period of time.

FIG. 1 Sand-Cone Density Apparatus

6.3 Balances or Scales— Meeting Specification D4753, with 0.01 lbm [5.0 g] readability, or better, to determine the mass of sand and excavated soils. A balance or scale having a minimum


D1556/D1556M − 15 capacity of 44 lbf [20 kg] and 0.01 lbf [5 g] readability is suitable for determining the mass of the sand and the excavated soil when apparatus with the dimensions shown in Fig. 1 is used. 6.4 Drying Equipment— Equipment corresponding to the method used for determining water content as specified in Test Methods D2216, D4643, D4944, or D4959. 6.5 Miscellaneous Equipment— Knife, small pick, chisel, small trowel, screwdriver, or spoons for digging test holes, large nails or spikes for securing the base plate; buckets with lids, plastic-lined cloth sacks, or other suitable containers for retaining the density samples, moisture sample, and density sand respectively; small paint brush, calculator, notebook or test forms, etc. 7. Procedure 7.1 Select a location/elevation that is representative of the area to be tested, and determine the density of the soil in-place as follows: 7.1.1 Inspect the cone apparatus for damage, free rotation of the valve, and properly matched baseplate. Fill the cone container with conditioned sand for which the bulk-density has been determined in accordance with Annex A2, and determine the total mass. 7.1.2 Prepare the surface of the location to be tested, so that it is a level plane. The base plate may be used as a tool for striking off the surface to a smooth level plane. 7.1.3 Seat the base plate on the plane surface, making sure there is contact with the ground surface around the edge of the flanged center hole. Mark the outline of the base plate to check for movement during the test, and if needed, secure the plate against movement using nails pushed into the soil adjacent to the edge of the plate, or by other means, without disturbing the soil to be tested. 7.1.4 In soils where leveling is not successful, or surface voids remain, the volume horizontally bounded by the funnel, plate and ground surface must be determined by a preliminary test. Fill the space with sand from the apparatus, determine the mass of sand used to fill the space, refill the apparatus, and determine a new initial mass of apparatus and sand before proceeding with the test. After this measurement is completed, carefully brush the sand from the prepared surface (see Note 7). NOTE 7—A second calibrated apparatus may be taken to the field when this condition is anticipated (instead of refilling and making a second determination). The procedure in 7.1.4 may be used for each test when the best possible accuracy is desired; however, it is usually not needed for most production testing where a relatively smooth surface is obtainable.

7.1.5 The test hole volume will depend on the anticipated maximum particle size in the soil to be tested and the depth of the compacted layer. Test hole volumes are to be as large as practical to minimize the errors and shall not be less than the volumes indicated in Table 1. A hole depth should be selected that will provide a representative sample of the soil. For construction control, the depth of the hole should approximate the thickness of one, or more, compacted lift(s). The procedure for calibrating the sand must reflect this hole depth. See Annex A2.

TABLE 1 Minimum Test Hole Volumes Based on Maximum Size of Included Particle Maximum Particle Size in. mm 1 ⁄ 2 12.7 1 25.4 11 ⁄ 2 38

Minimum Test Hole Volumes cm3 ft3 1415 0.05 2125 0.075 2830 0.1

7.1.6 Dig the test hole through the center hole in the base plate, being careful to avoid disturbing or deforming the soil that will bound the hole. The sides of the hole should slope slightly inward and the bottom should be reasonably flat or concave. The hole should be kept as free as possible of pockets, overhangs, and sharp obtrusions since these affect the accuracy of the test. Soils that are essentially granular require extreme care and may require digging a conical-shaped test hole. Place all excavated soil, and any soil loosened during digging, in a moisture tight container that is marked to identify the test number. Take care to avoid losing any materials. Protect this material from any loss of moisture until the mass has been determined and a specimen has been obtained for a water content determination. 7.1.7 Clean the flange of the base plate hole, invert the sand-cone apparatus and seat the sand-cone funnel into the flanged hole at the same position as marked during calibration (see Annex A1). Eliminate or minimize vibrations in the test area due to personnel or equipment. Open the valve and allow the sand to fill the hole, funnel, and base plate. Take care to avoid jarring or vibrating the apparatus while the sand is running. When the sand stops flowing, close the valve. 7.1.8 Determine the mass of the apparatus with the remaining sand, record, and calculate the mass of sand used. 7.1.9 Determine and record the mass of the moist soil material that was removed from the test hole. When oversized material corrections are required, determine the mass of the oversized material on the appropriate sieve and record, taking care to avoid moisture losses. When required, make appropriate corrections for the oversized material using Practice D4718. 7.1.10 Mix the material thoroughly, and either obtain a representative specimen for water content determination, or use the entire sample. 7.1.11 Determine the water content in accordance with Test Method D2216, D4643, D4944, or D4959. Correlations to Test Method D2216 will be performed when required by other test methods. 7.2 Water content specimens must be large enough and selected in such a way that they represent all the material obtained from the test hole. The minimum mass of the water content specimens is that required to provide water content values expressed to nearest 1 %. 8. Calculation 8.1 Calculate the volume of the test hole as follows: V 5 ~ M 1 2 M 2 ! / ρ 1

(1 )

where: V = volume of the test hole, ft3 [cm3],


D1556/D1556M − 15 = mass of the sand used to fill the test hole, funnel and base plate, lbm [g] (from 7.1.8), = mass of the sand used to fill the funnel and base plate (from Annex A1.2.3.6), lbm [g], and = bulk density of the sand (from A2.3.5), lbm/ft3 [g/cm3].

9.2.3 Visual description of the soil or material designation; and 9.2.4 Comments or observations on conduct of the test including any test conditions or difficulties affecting test results. Photographs of the test are helpful to document conditions, but not required to be reported.

8.2 Calculate the dry mass of material removed from the test hole as follows:

9.3 Record as a minimum the following apparatus information: 9.3.1 Apparatus identity and calibrated volume, to a minimum of four significant digits; 9.3.2 Bulk density of the sand used in the test, to three significant digits;

M 1 M 2 ρ1

M 4 5 100 M 3 / ~ w 1 100!

(2 )

where: w = water content of the material removed from test hole, %, (from 7.1.11), M 3 = moist mass of the material from test hole, lbm [g], (from 7.1.9), and M 4 = dry mass of material from test hole, lbm [g]. 8.3 Calculate the in-place wet and dry density of the material tested as follows: ρ m 5 M 3 / V

(3 )

ρ d 5 M 4 / V

where: = volume of the test hole, ft3 [cm3] (from 8.1), V M 3 = moist mass of the material from the test hole, lbm [g], (from 7.1.9), M 4 = dry mass of the material from the test hole, lbm [g], (from 8.2), = wet density of the tested material, lbm/ft3 [g/cm3], and ρm = dry density of the tested material, lbm/ft3 [g/cm3]. ρd 8.4 It may be desired to express the in-place density as a percentage of some other density, for example, the laboratory densities determined in accordance with Test Method D698, D1557, D4253, or D4254. This relation can be determined by dividing the in-place density by the laboratory density and multiplying by 100. Calculations for determining relative density are provided in Test Method D4254. Corrections for oversize material, if required, should be performed in accordance with Practice D4718. 9. Report: Test Data Sheet(s)/Form(s) 9.1 The methodology used to specify how data are recorded on the test data sheet(s)/form(s), as given below, is covered in 1.7 and Practice D6026. 9.2 Record as a minimum the following general information (data): 9.2.1 Project information, such as project name, number, test location, elevation, thickness of layer tested, or other pertinent data to locate or identify the test; 9.2.2 Name or initials of the person(s) who prepared and tested the sample(s), including the date(s) performed;

9.4 Record as a minimum the following test date/results: 9.4.1 Test hole volume, to four significant digits; 9.4.2 In-place wet density, to three significant digits; 9.4.3 In-place dry density, to three significant digits; 9.4.4 In-place dry unit weight, to three significant digits; 9.4.5 In-place water content of the soil expressed as a percentage of dry mass (gravimetric water content), to the nearest 1 %, and the test method used; and 9.4.6 Mass and percentage of oversized particles and the size sieve used, if performed, to three significant digits. 9.4.7 If the in-place dry density or unit weight is expressed as a percentage of another value, include the following: 9.4.7.1 The laboratory test method used. 9.4.7.2 The comparative dry density or unit weight value and water content used. 9.4.7.3 Correction for oversized material and details, if applicable. 9.4.7.4 The comparative percentage of the in-place material to the comparison value. 9.4.8 If the in-place density, unit weight, or water content are to be used for acceptance, include the acceptance criteria applicable to the test. 10. Precision and Bias 10.1 Precision— Test data on precision is not presented due to the nature of this test method. It is either not feasible or too costly at this time to have ten or more agencies participate in an in situ testing program at a given site. 10.1.1 Subcommittee D18.08 is seeking any data from the users of this test method that might be used to make a limited statement on precision. 10.2 Bias— There is no accepted reference value for this test method, therefore, bias cannot be determined. 11. Keywords 11.1 acceptance tests; compaction tests; degree of compaction; density tests; earthfill; embankments; field control density; field tests; in-place density; in-place dry density; in situ density; relative density; sand cone; soil compaction; soil tests; unit weight


D1556/D1556M − 15 ANNEXES (Mandatory Information) A1. CALIBRATION OF SAND-CONE APPARATUS

A1.1 Scope A1.1.1 This annex describes the procedure for determining the mass of sand contained in the funnel and base plate of the sand-cone apparatus. A1.1.2 The mass of sand contained in the apparatus and base plate is dependent on the bulk-density of the sand. Consequently, this procedure must be performed for each apparatus whenever there are changes in the sand bulkdensities. A1.2 Calibration Procedure A1.2.1 Calibration of the apparatus can be accomplished by either of two methods: A1.2.1.1 Method A— By determining the mass of calibrated sand that can be contained in each funnel and base plate set, or A1.2.1.2 Method B (optional)— By determining the volume of sand needed to fill each funnel and base plate set and applying this volume constant whenever new sand bulkdensities are calculated. A1.2.1.3 Since the mass of sand contained in the apparatus funnel and base plate is dependent on the bulk density of the sand, if Method A is used, it must be repeated whenever the bulk-density of the sand changes. A1.2.2 All determinations of mass are to be made to the nearest 0.01 lbm [5 g]. A1.2.3 Method A: A1.2.3.1 Fill the apparatus with sand that is dried and conditioned to the same state anticipated during use in testing. A1.2.3.2 Determine the mass of the apparatus filled with sand. A1.2.3.3 Place the base plate on a clean, level, plane surface. Invert the container/apparatus and seat the funnel in the flanged center hole in the base plate. Mark and identify the apparatus and base plate, so that the same apparatus and plate can be matched and reseated in the same position during testing.

A1.2.3.4 Open the valve fully until the sand flow stops, making sure the apparatus, base plate, or plane surface are not jarred or vibrated before the valve is closed. A1.2.3.5 Close the valve sharply, remove the apparatus and determine the mass of the apparatus and remaining sand. Calculate the mass of sand used to fill the funnel and base plate as the difference between the initial and final mass. A1.2.3.6 Repeat the procedure a minimum of three times. The maximum variation between any one determination and the average will not exceed 1 %. Use the average of the three determinations for this value in the test calculations. A1.2.4 Method B (Optional): A1.2.4.1 When large numbers of tests and batches of sand are anticipated, it may be advantageous to determine the volume of each apparatus and base plate. Barring damage to the apparatus or mismatching of the base plates, this volume will remain constant, and will eliminate the need to repeat Method A, when the sand bulk-density changes (see Note A1.1). If this alternative is chosen, the calculations in the field test must be altered to determine the total volume of the sand in the field test hole and apparatus. The volume of the apparatus is then subtracted to determine the volume of the test hole. A1.2.4.2 Determine the mass of sand required to fill the apparatus funnel and base plate in accordance with A1.2.3, following steps A1.2.3.1 – A1.2.3.6 for each batch of sand. A1.2.4.3 Calculate the volume of the funnel and base plate by dividing the bulk-density of the sand (as determined in Annex A2) by the mass of sand found in A1.2.3.6. Perform a minimum of three determinations and calculate an average value. The maximum volume variation between any one determination and the average will not exceed 1 %. Use the average of the values when performing test calculations. NOTE A1.1—The sand-cone apparatus should be routinely inspected for damage that may affect the volume of the cone. Dings, out-of-round, or other damage will affect the volume and will necessitate a redetermination of the volume (if repairable).


D1556/D1556M − 15 A2. CALIBRATION OF DENSITY SAND

A2.1 Scope A2.1.1 This annex is used for determining the bulk-density (calibration) of the sand for use in this test method. A2.1.2 The calibration determines an average density of the sand for use in calculating the volume of the test hole. A2.2 Equipment Required A2.2.1 Container— Select a container of known volume that is approximately the same size and allows the sand to fall approximately the same distance as the hole excavated during a field test. The 1/30 ft3 [944 cm3] and 1/13.33 ft 3 [2124 cm3] molds specified in Test Methods D698, or the 0.1 ft3 [2830 cm3] mold specified in Test Method D4253 are recommended. Alternatively, cast duplicates of actual test holes may be used. This is accomplished by forming plaster of paris negatives in actual test holes over a range of test volumes, and using these as forms for portland cement concrete castings. These should be cast against a flat plane surface, and after the removal of the negative, sealed water tight and the volume determined in accordance with the procedure in Test Method D4253 (10.2.2). A2.2.1.1 Determine the container volume to 1 % using water in accordance with the procedures described in Test Method D4253. A2.2.2 Sand-Cone Apparatus— Use a sand cone apparatus of the same size and design as will be used during field testing. A2.2.2.1 Flow characteristics through different valve assemblies have been shown to cause different bulk-density values. Bulk-density determinations will be required for each apparatus set unless other assemblies are determined to provide the same results. A2.2.3 Balance or Scale— A balance or scale having a sufficient capacity to determine the mass of the calibration container filled with sand. For 0.500 ft3 [14 200 cm3] containers, a balance having a minimum capacity of 44 lbf [20 kg] and meeting the requirements of Specification D4753 for 0.01 lbf [5 g] readability is required. A2.2.4 Metal Straightedge, about 2 in. [51 mm] wide, at least 1 ⁄ 8 in. [3 mm] thick, and length approximately 1.5 times the diameter of the calibration container. A2.3 Bulk-Density Determination A2.3.1 Fill the assembled apparatus with sand. The sand is to be dried and conditioned to the same state anticipated during use.

A2.3.2 Determine and record the mass of the calibration container when empty. A2.3.3 Method A (Preferred): A2.3.3.1 When the calibration container has the same diameter as the flanged center hole in the base plate, invert and center the sand filled apparatus and base plate on the calibration container. A2.3.3.2 Fully open the valve and allow the sand to fill the container. When the sand flow stops, close the valve. A2.3.3.3 Determine the mass of the apparatus and remaining sand. Calculate the net mass of sand in the calibration container by subtracting the mass of sand contained in the cone and base plate (as determined in Annex A1) and record. A2.3.4 Method B (Alternative): A2.3.4.1 Invert and support the apparatus over the calibration container so that the sand falls approximately the same distance and location as in a field test, and fully open the valve. A2.3.4.2 Fill the container until it just overflows and close the valve. Using a minimum number of strokes and taking care not to jar or densify the sand, carefully remove excess sand to a smooth level surface. Any vibration or jarring during the bulk-density determination will result in settling and densifying the sand, leading to erroneous results. A2.3.4.3 Clean any sand from the outside of the calibration container. Determine the mass of the container and sand. Record the net mass of the sand by subtracting the mass of the empty container. A2.3.5 Perform at least three bulk-density determinations and calculate the average. The maximum variation between any one determination and the average will not exceed 1 %. Repeated determinations not meeting these requirements indicates nonuniform sand density, and the sand source should be re-evaluated for suitability. The average value obtained is to be used in the test calculations. A2.4 Calculation A2.4.1 Calculate the bulk-density of the sand as follows: ρ 1 5 M 5 / V 1

(A2.1)

where: = bulk-density of the sand, lbm/ft3 [g/cm3], ρ1 M 5 = mass of the sand to fill the calibration container, lbm [g], (from A2.3.4.3), and V 1 = volume of the calibration container, ft 3 [cm3] (from A2.2.1.1).


D1556/D1556M − 15 SUMMARY OF CHANGES Committee D18 has identified the location of selected changes to this standard since the last issue (D1556 – 07) that may impact the use of this standard. (February 1, 2015) (1) Revised 1.6. (2) Added Test Method C136 to Section 2 and 6.2. (3) Revised Note 2. (4) Revised the standard into a dual measurement system with the units of measurement stated in either inch-pound units or SI units.

(5) Revised Section 9 and added statements concerning significant digits throughout the section.

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